9.0 appendices

19 RMH TRUSTEE LIMITED – WAIMATE NORTH ROAD, KERIKERI

9.0 Appendices

Appendix 1: Scheme Plans (Stage 1 and 2)

Appendix 2 Site Suitability Report

Appendix 3: RC 2180621

Appendix 4: Record of Title

Appendix 5: Top Energy Correspondence

Appendix 6: Written Approvals

RMH TRUSTEE LIMITED – WAIMATE NORTH ROAD, KERIKERI

Appendix 1: Scheme Plan

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AREAS AND MEASUREMENTS SUBJECT

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Tel: 09-407 6030

CW Aug 2019

22202

Copyright

22202_STG2A

RMH TRUSTEE LTD

SHEET No1

File:

SCALE @ A31:3000

Job No:

SHEET TITLE:

CLIENT:

SurveyedDesigned

Name Date

AMENDMENTS

Drawn

Williams & KingRegistered Land Surveyors, Planners &

Land Development Consultants

Email: [email protected]

This document and thecopyright in this documentremain the property of Williams& King. The contents of thisdocument may not be reproduced in whole orin part without the priorwritten consent of Williams & King.

27 Hobson AvePO Box 937, Kerikeri

PROPOSED SUBDIVISION

OF LOT 5 DP 540206

OVERALL

Memorandum of Easements

Lot 5 Hereon Lots 6, 7 & 8 Hereon

C

Servient Tenement(Burdened Land)

Dominant Tenement(Benefited Land)

& B

Purpose

Right of WayRight to ConveyWater, Electricity &Telecommunications,

Shown

ALot 6 Hereon Lots 7 & 8 Hereon

D Lot 7 Hereon Lot 8 Hereon

Existing Easements

Lot 5 Hereon

Servient Tenement(Burdened Land) DocumentPurpose

Right of WayRight to ConveyWater, Electricity &Telecommunications,

Shown

A

Areas shown I - X are to be subject to Land Covenants ( Riparian Protection )

Local Authority:

Far North District Council

Total Area: 37.7540ha

Comprised in: CFR Bal DP

Valuation Ref.

Zone : Rural Production

Status : Discretionary

DP 540206

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Stage 2

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DP 540206

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DP 540206

RMH TRUSTEE LIMITED – WAIMATE NORTH ROAD, KERIKERI

Appendix 2: Site Suitability Report

S I T E S U I T A B I L I T Y R E P O R T

Site Suitability Report for Lots 5-12 being a subdivision of Lot 5 DP 540206 Waimate North Road

Prepared for

RMH Trustee Ltd

8/10/2019

VISION REF: J14091 II

Report Information Summary

Job no. J14091

Report Author Wil Pille

Report Reviewer Ben Perry

Version No. 1

Status Final

Date 8/10/2019

Version No.

Date Description

1 8/10/2019 Final issued to client

Document Acceptance

Action Name Signed Date

Prepared Wil Pille

Senior Engineer, Civil 8/10/2019

Author Dan Simmonds

Senior Geotechnical Engineer, MIEAust CPEng (Civil)

8/10/2019

Reviewer Ben Perry

Managing Director, CMEngNZ

8/10/2019

Limitations

This report has been prepared by Vision Consulting Engineers Limited (VISION) based on the scope of our engagement. It is solely for our Client’s use for the purpose for which it is intended in accordance with the agreed scope of work. VISION does not accept any liability or responsibility in relation to the use of this report contrary to the above, or to any person other than the Client. Any use or reliance by a third party is at that party's own risk. Where information has been supplied by the Client or obtained from other external sources, it has been assumed that it is accurate, without independent verification, unless otherwise indicated. No liability or responsibility is accepted by VISION for any errors or omissions to the extent that they arise from inaccurate information provided by the Client or any external source.

The nature and continuity of the subsurface materials are inferred and it must be appreciated that actual conditions could vary from that described herein.

Vision Consulting Engineers Ltd

Level 1, 62 Kerikeri Road Kerikeri 0230

VISION REF: J14091 III

Contents

Section Page

Contents ........................................................................................................................................... iii

Acronyms and Abbreviations ............................................................................................................. iv

1 Introduction ....................................................................................................................... 1-1

2 Scope of Work .................................................................................................................... 2-1

3 Industry Guidance ............................................................................................................... 3-1

4 Site Description................................................................................................................... 4-1

5 Ground Conditions .............................................................................................................. 5-4

6 Natural Hazards .................................................................................................................. 6-4

7 Site Earthworks and Geotechnical Requirements ................................................................. 7-6

8 Vehicle Access .................................................................................................................... 8-7

9 Stormwater Management ................................................................................................... 9-8

10 Wastewater Disposal ........................................................................................................ 10-8

11 Water Supply .................................................................................................................... 11-9

12 Telecommunications ....................................................................................................... 12-10

13 National Environmental Standard .................................................................................... 13-10

14 Summary of Recommendations ....................................................................................... 14-11

15 Conclusions .................................................................................................................... 15-12

References .................................................................................................................................. 15-12

Appendices

Appendix A Williams & King Proposed Subdivision Plan Appendix B VISION Wastewater Feasibility Plan Appendix C VISION Field Logs

Tables

Table 1 Access way Minimum Details

Figures

Figure 1. Property Location Plan Figure 2. Site geology

VISION REF: J14091 IV

Acronyms and Abbreviations

AEP Annual Exceedence Probability

ROW Right of way

DP Deposited plan

FNDC Far North District Council

NRC Northland Regional Council

bgl Below ground level

LiDAR Light detecting and ranging

VISION REF: J14051

1 Introduction

Vision Consulting Engineers Limited (VISION) was commissioned by RMH Trustee Ltd to provide a site suitability report to accompany a Resource Consent application to the Far North District Council (FNDC) for proposed Lots 5 to 12 being a subdivision of Lot 5 DP 540206, Waimate North Road, Kerikeri. It is proposed to subdivide the land into 8 lots, (lots 5 – 12) refer to the proposed subdivision plan (Williams & King Surveyors, August 2019) included in Appendix A.

2 Scope of Work

The following scope of work was carried out as part of this report:

Desk Study: Review published and unpublished information about the site

Site walkover assessment

Feasibility onsite wastewater feasibility assessment

– Intrusive testing to confirm soil type

– Assessment of environmental site constraints and applicable systems

– Concept design to prove feasibility (analysis field logs, calculations, design)

Assess stormwater, vehicle access, earthworks, natural hazards and water supply

Preparation of Site Suitability Report

3 Industry Guidance

This report has been prepared in accordance with the requirements of the Far North District Council Engineering Standards & Guidelines 2004, and with reference to the District Plan; Section 106 of the Resource Management Act (RMA) and NZS4404:2010.

4 Site Description

4.1 Existing Site and Walkover Observations

The proposed subdivision is located approximately 7 km west of Kerikeri township along Waimate North Road and covers an area of 37.5825ha. The site comprises undulating farmland, divided into a number of paddocks, a small pond along the northern boundary, some stock yards and three tributaries of Waipapa Stream. There are no existing dwellings on site. The topography of the property varies in elevation from 135 to 160m One Tree Point OTP) datum. The site is bounded by Waimate North Road to the east and rural residential properties to the north, south and west. The approximate location of the property is presented below on Figure 1.

Access to the property is via two existing access points from Waimate North Road approximately 350m apart, with one providing access to the northern half of the property (proposed Lots 5 to 8)and the second providing access to the southern half of the property (Lots 9 to 12). The southern access is partly metalled while the northern access consists of an approximately 3.5m wide, metalled driveway for approximately 150m from Waimate North Road.

A number of waterways are present across the site and generally flow from the north-west towards the south-east towards a tributary of Waipapa Stream. Some signs of instability in the form of active and historic shallow scarps/soil creep were observed on the banks of the waterways.

VISION REF: J14091 2

The majority of the land is moderately undulating and covered in grass. Some moderately to steeply sloping land is present immediately adjacent to waterways and in the south-western portion of the property (above the Waipapa Stream). Pine trees along part of the northern boundary of proposed Lot 12 have recently been removed.

Existing stream crossings provide connectivity between all parts of the site. At the time of the site walkover ground conditions were wet and some springs were observed near waterways. Some novaflow/subsurface drains have been installed to drain the springs towards the existing waterways.

Figure 1. Property Location Plan Property boundary indicative only, north is up the page. Background images courtesy of LINZ

4.2 Proposed Development

The scheme plan of the proposed subdivision included in Appendix A presents the proposed subdivision of Lot 5 DP 540206 into 8 lots, being Lots 5 - 12. The proposed lots vary in size from 4.094 ha to 5.978 ha in size.

Access to proposed lots 5, 6, 7 and 8 will be via a newly formed Right of Way using the existing northern access as an entrance way. Proposed lots 9, 10, 11 and 12 will be accessed via a newly formed Right of Way using the southern access point as the entrance way. Both access points are from Waimate North Road, as shown on the subdivision plan in Appendix A.


4.3 Geology

The Land Use Capability Classification of the Northland Region (Harmsworth, 1996) indicates that the northern and western portion of the property is underlain by Wharekohe silt loam and Wharekohe silt loam with pan being soils of the rolling and hilly land, imperfectly to very poorly drained. A small pocket of Okaihau gravely friable clay was identified in the southern portion of the site being soils of the rolling and hilly land, well to moderately well drained.

The 1:250,000 geological map, Geology of Whangarei (Edbrooke et al 2009) indicates that the eastern portion of the property is underlain by Northland Allocthon melange, comprising a matrix of sheared mudstone with included tectonic blocks of Northland Allocthon and Te Kuiti Group. The western portion of the property is underlain by Mangakahia Complex of the Northland Allochthon, comprising structurally complex units of tectonically intercalated sandstone and mudstone lithofacies. The south-eastern portion of the property is underlain by Kerikeri Volcanic Group comprising basalt lava, volcanic plugs and minor tuff. An extract from the geological map is presented below in Figure 2.

Figure 2. Site geology The property is highlighted red, north to top of page, extract from 1:250,000 geological map , Geology of

Whangarei

4.4 District Planning Zone

The site is zoned Rural Production with respect to the Far North District Council District Plan.


4.5 Council Hazard Mapping

The Northland Regional Council (NRC) and Far North District Council (FNDC) hazard layers have been reviewed. According to the NRC and FNDC hazard layers the site is not located in an area susceptible to:

Landslide

Special soils

Erosion

Coastal Hazards

Flooding

Coastal Flooding

5 Ground Conditions

5.1 Subsurface Conditions

As part of our site suitability assessment, five boreholes (BH1 to BH5) were progressed to a maximum depth of 1.2m below ground level (bgl). This data was used together with available published geological and soil information to determine the nature of the soils over the property.

Boreholes (BH1 to BH3) indicate that the northern and western portions of the property are underlain by topsoil comprising brown clayey silt with rootlets to a maximum depth of 0.1m bgl. Underlying the topsoil silty clay and clayey silt was encountered to a maximum depth of 1.2m. BH1 to BH3 confirm that geological units of the Northland Allochthon are present across the northern, and western portions of the property, underlying the hill landforms.

Boreholes (BH4 and BH5) encountered topsoil comprising dark brown clayey silt to a maximum depth of 0.2m bgl. Underlying the topsoil clayey silt, sandy silt and silty sand with fine to medium angular gravel was encountered to 1.2m depth. BH4 and BH5 confirmed Kerikeri Volcanic Group is present within the south-eastern portion of the property extending northwest up the tributaries of Waipapa Stream.

The borehole logs are included in Appendix C

5.2 Groundwater

Ground conditions were generally moist and no groundwater was observed during the shallow ground investigation (progressed to a maximum depth of 1.2 mbgl). Static groundwater level is expected to be greater than 2m bgl. Nearby active boreholes recorded by NRC display static groundwater levels of between 1.5 and 6.5m bgl. A perched groundwater table could be expected during the winter months or extended periods of wet weather.

6 Natural Hazards

With regard to the natural hazards included in RMA Section 106, VISION provides the following assessment.

6.1 Erosion

The site is not mapped as being prone to erosion. It is recommended that existing vegetation is maintained wherever possible and cut slopes are protected against erosion.


It is recommended that areas where erosion is present from the prior earthworks undertaken at the site be stabilised in accordance with Auckland Council Guidance Document 2016/005: Erosion and Sediment Control Guide for Land Disturbing Activities in the Auckland Region (GD05).

6.2 Avulsion

A review of historic aerial photography indicates that the tributary and sub-tributaries of the Waipapa Stream have remained relatively unchanged since 1953. Therefore, the risk of avulsion at the site is considered to be low.

6.3 Falling debris

There are no sources of falling debris at the site, therefore the risk associated with falling debris is considered to be low.

6.4 Subsidence

The site is underlain by Wharekohe silt loam, Wharekohe silt loam with pan and Okaihau gravelly friable clay. These soil types are considered to be expansive soils affected by seasonal shrink and swell processes. It is recommended that site specific geotechnical investigations are carried out for proposed new structures.

Due to this requirement, the risk of subsidence is considered to be low.

6.5 Slippage

The majority of the property is mapped by Landcare Research as having the potential for moderate soil slip, earth flow and sheet erosion due to the moderate to steep sloping nature of the land and nature of the underlying soils.

Minor active soil slips were noted along the tributaries present through the property, particularly within Lots 7 and 8. Pre-existing, historic land movement was also mapped during our site walkover assessment within Lots 6, 7, 8, 10, and 11.

Potential building areas are available on all of the proposed lots that are not considered to be at risk to potential slippage. Where structures or fill are to be placed on original ground with a slope angle of greater than 1V:5H or within 10m setback from ground sloping greater than 1V:5H, it is recommended that the stability is assessed by a chartered professional engineer experienced in geotechnical engineering. In addition, appropriate stormwater management should be implemented within these areas to reduce the risk of slippage at the site.

Due to this requirement, the risk of slippage is considered to be low.

6.6 Inundation

The site has not been modelled by the FNDC or NRC and is therefore not mapped as being affected by inland flooding on the FNDC and NRC Hazard map websites. A site walkover assessment along with aerial imagery review indicates that there are a number a streams and wetlands within the site boundaries. These are likely to experience elevated water levels during a 1% AEP storm event.

Potential building areas are available on all of the proposed lots that are not considered to be at risk of inundation from a 1% AEP flood. Where structures or fill are to be placed south of Waipapa Stream or within 15m of the streams, open drains, and wetlands shown on Vision Consulting Engineers & Planners drawing titled "PROPOSED LOTS 5-12, SUDIVISION OF LOT 5 DP 54026, RMH TRUSTEE LTD, WASTEWATER FEASIBILITY PLAN", dated 1/10/2019, project reference J14091, or within Lots 9, 10, and 12; it is recommended that an assessment of the flood risk is undertaken by a chartered professional engineer experienced in floodplain engineering. This wastewater feasibility plan is included in Appendix C.


Stormwater culverts and secondary flow paths are required to form access ways where they cross the existing waterways. It is recommended that the detailed design of the culverts be carried out by a chartered professional engineer.

Due to these requirements, the risk of inundation of a building site is considered to be low.

6.7 Special Soils

No special soils have been identified as being present at the site. Therefore the risk associated with special soils is considered low.

7 Site Earthworks and Geotechnical Requirements

7.1 Earthworks

Earthworks will be required in some portions of the site to widen the existing access track and provide the required ROW’s to all lots. At this stage, the approximately volume of earthworks has been estimated to be in the vicinity of 2,000m³.

It is recommended that earthworks undertaken at the site be carried out in accordance with Auckland Council Guidance Document 2016/005: Erosion and Sediment Control Guide for Land Disturbing Activities in the Auckland Region (GD05).

7.1.1 Site Fills

It is recommended that fill slopes are constructed at a maximum batter slope of 1V:3H to a maximum height of 0.6m. All fill slopes greater than 0.6m in height are to be assessed by a chartered professional engineer experienced in geotechnical engineering.

Where any fill is to be placed on original ground with a slope angle of greater than 1V:5H it is recommended that the stability is assessed by a chartered professional engineer experienced in geotechnical engineering

7.1.2 Site Cuts

It is recommended that cut slopes are constructed at a maximum slope angle of 1V:4H to a maximum height of 1.0m. All cut slopes greater than 1.0m in height are to be engineer assessed by a chartered professional engineer experienced in geotechnical engineering.

7.2 Infrastructure

Groundwater was not encountered during our shallow ground investigations (progressed to 1.2m bgl) and is expected to be greater than 2m bgl. Perched water above this depth is anticipated during winter and following severe storm events.

7.3 Land Stability

No assessment of the stability of the land was carried out as part of this report.

Potential building areas are available on all of the proposed lots that are not considered to be at risk to potential slippage. Where structures or fill is to be placed on original ground with a slope angle of greater than 1V:5H it is recommended that the stability is assessed by a chartered professional engineer experienced in geotechnical engineering.

It is also recommended to maintain any existing vegetative cover, particularly on steeper slopes and along the waterways that flow through the property. Stormwater runoff is to be controlled around and away from the steeper slopes with dissipation measures in places at the outflow points, unless discharging into one of the existing tributaries of Waipapa Stream.

Due to these requirements the risk of slippage at the site is considered to be low.


7.4 Foundations

It is recommended that site specific geotechnical investigations are carried out for proposed structures, because the near surface soils do not meet the requirements of ‘good ground’ in accordance with NZS3604(2011). It is anticipated that deepened foundations may be a solution to enable the construction of light weight timber framed structures at the site.

In addition, it is recommended where structures are to be placed on original ground with a slope angle of greater than 1V:5H or within 10m setback from ground sloping greater than 1V:5H the stability is assessed by a chartered professional engineer experienced in geotechnical engineering.

8 Vehicle Access

Access to the proposed lots will be via the existing access points from Waimate North Road. The location of the existing access points are shown on the subdivision scheme plan in Appendix A.

8.1 Traffic Intensity Factor

The permitted traffic threshold for a site in a rural production zone in accordance with Section 8.6.5.1.5 of the District Plan is 60 daily one way movements. This rule only applies when establishing a new activity on a site.

The Traffic Intensity Factor (TIF) for a standard residential dwellings is 10 one way movements per house site as detailed in Appendix 3A in Part 4 of the District Plan.

For eight residential dwellings the Traffic Intensity Factor will be 80 one way movements and therefore does not comply with the District Plan Rules.

8.2 Property Access

The existing access points do not comply with FNDC Engineering Standards Drawing S6 and S21. It is recommended that the existing access points are upgrade to comply with those standards.

In addition it is recommended that traversable (mountable) grates are installed on culverts in and outlets

For the northern access point (to proposed Lots 5, 6, 7 and 8), the safe sight distance measured on site exceeds 170m towards the north and 160m to the south with a further 15m in a southerly direction semi obscured as Waimate North Road dips slightly.

For the southern access point (to proposed Lots 9, 10, 11 and 12) the safe sight distance measured in both directions exceeds 170 m.

The required minimum distance for a 100km/hr speed environment is 170 m.

8.3 Access Ways

Both internal access ways (ROW) within the subdivision will need to be formed to comply with the required standard set out in Section 15.1.6.2.1 and Appendix 3B of the District Plan, details of these requirements are provided in Table 1.

Table 1 Access way Minimum Details

No. of Household Equivalents

Minimum Legal Widths (m)

Minimum Carriageway Width

(m)

Maximum Gradient

Unsealed Sealed

1 - 3.0 1V:8H 1V:5H

2 5.0 3.0 - 1V:5H


3-4 7.5 3.0 - 1V:5H

5-8 7.5 5.0 - 1V:5H

Note: All bends and corners are to be constructed to allow for the passage of Heavy Rigid Vehicles and for access over 60m passing bays need to be provided at 60 m intervals .

9 Stormwater Management

The FNDC District Plan Section 8.6.5.1.3 states the following in regard to the disposal of stormwater management as a permitted activity in the Rural Production Zone:

"The maximum proportion of the gross site area covered by buildings and other impermeable surfaces shall be 15%.”

It is anticipated that future development is likely to comply with this requirement. However, if future development exceeds this threshold and it will be the responsibility of the future owner to acquire appropriate consents when the extent of the future development is known. It is recommended that stormwater overflows are directed to the existing waterways present at the site with an appropriately designed outfall.

Appropriate stormwater management within the proposed allotments is anticipated to be addressed as part of the building consent process.

Stormwater culverts and secondary flow paths are required to form access ways where they cross the existing waterways. The detailed design of the culverts it to be carried out by a chartered professional engineer.

10 Wastewater Disposal

The property lies outside the area currently serviced by council reticulation and is considered unlikely to become sewered in the long term. Therefore it is proposed to dispose of wastewater via on-site wastewater disposal.

10.1 Assumptions of Assessment

For the purpose of the site suitability report, it has been assumed that all proposed lots will have a modern 4 bedroom dwelling (6 people). In addition the following design parameters have been assumed:

Design flows of 160 litres/day per person (each dwelling contains dual flush toilets, low water use dishwasher and no garbage grinder)

Design loading rates of 3.0 L/m2/day (Category 6 Soil in accordance with Auckland Technical Publication 58).

Irrigation area of 640m2 (including 100% reserve) for the above design loading rates.

Please refer to Appendix B for the wastewater feasibility plan showing the location of the boreholes and Appendix C for borehole logs.

10.2 Site Constraints

The following site constraints have been identified on the site:

Areas of instability on lots 6, 7, 8, 10, and 11

Open drains and tributaries on lots 5, 7, 8, 9, 10, 11 and 12 and along Waimate North Road

ROW easements on lots 5, 6, 7, 9, 10 and 11


Given these constraints, it is considered that the following system is likely to be suitable for the site as discussed in the following sections.

10.3 All Proposed Lots

Secondary treatment with pressure compensating drip irrigation (PCDI) lines using a design loading rate of 3.0 L/m2/day.

Allowing 1500m2 for a proposed 4 bedroom dwelling, driveway, parking areas and share of the ROW, sufficient area is available on each lot for on-site effluent disposal (640m²) as shown on the wastewater feasibility plan included in Appendix C.

10.4 Cost Estimate

Costs associated with the installation of a secondary treatment plant is as follows:

Secondary Treatment with PCDI $13,000 - $15,000

These prices are estimates only as at September 2019 and should be confirmed by a contractor.

It is recommended that the design of the on-site wastewater disposal is undertaken by a chartered professional engineer experienced in on-site wastewater disposal. The final system design and layout will be dependent on the location of the building platform and associated structures (water tanks, driveways, etc.).

If the recommendations provided for on-site wastewater disposal are adhered to, the disposal of treated effluent is expected to have a minimal effect on the environment.

11 Water Supply

11.1 Potable Water Supply

Water supply will be from water collected from building roofs and stored in water tanks.

11.2 Fire Fighting (Water Tanks, rural environment)

FNDC Engineering standards require that a water supply is provided that is adequate for fire fighting purposes. As discussed above the potable-water supply for the development will be via stored rainwater. The Urban and Rural Fire District maps are not formalised nor are the interim maps publically available. Given the location of the site, it has been assumed that the site is within a Rural Fire District. This means that the provisions of the New Zealand Fire Service Fire Fighting Water Supplies code of practise SNZ PAS 4509:2008 (PAS4509) are not applicable and are only provided as a guidance. The document recommends that the dwellings be fitted with sprinkler systems in rural settings where it is likely that the response time will be greater than 10 minutes.

For a single family home without a sprinkler system, PAS4509 recommends a minimum water storage capacity of 45m3 within 90m of the dwelling for firefighting purposes where water supply is from a non-reticulated system.

FNDC may accept an alternative sprinkler system designed in accordance with BRANZ document ‘Cost-Effective Domestic Fire Sprinkler Systems’ (BRANZ, 2000) which provides an alternative to NZS4515:1995 where fire fighting sprinkler systems are not required under the Building Code.

As the only requirement is that imposed by the rules within the FNDC's Engineering Standards, it is recommended that provision of water storage for fire fighting purposes be assessed by council at the time of a new building consent on each site.


12 Telecommunications

Telecommunication and power services are expected to access each site via the access ways from Waimate North Road.

13 National Environmental Standard

National Environmental Standard for Assessing and Managing Contaminants in Soil to Protect Human Health Regulations 2011 (NESCS; MfE, 2011a) came into effect in January 2012. The standard provides regulations to ensure that land affected by contaminants in soil is appropriately identified and assessment prior to development and if necessary remediated or the contaminants are contained to make the land safe for human use.

The Hazardous Activities and Industries List (HAIL) identify activities and industries that are considered likely to cause land contamination resulting from hazardous substance use, storage or disposal. The intention of the HAIL is to identify land where hazardous substances could cause or may have caused land contamination.

VISION has not been engaged to assess the site in terms of the NESCS.


14 Summary of Recommendations

The following recommendations are provided for the proposed Lots 5 to 12 being a subdivision of Lot 5 DP 540206, Waimate North Road, Kerikeri:

Existing vegetation is maintained wherever possible and cut slopes are protected against erosion.

Where erosion is present and where earthworks are planned, that these be managed and stabilised in accordance with Auckland Council Guidance Document 2016/005: Erosion and Sediment Control Guide for Land Disturbing Activities in the Auckland Region (GD05)

Fill slopes are to be constructed at a maximum batter slope of 1V:3H to a maximum height of 0.6m. All fill slopes greater than 0.6m in height are to be engineer assessed by a chartered professional engineer experienced in geotechnical engineering.

The stability is assessed by a chartered professional engineer experienced in geotechnical engineering where structures or fill is to be placed on original ground with a slope angle of greater than 1V:5H or within 10m setback from ground sloping greater than 1V:5H.

Cut slopes are to be constructed at a maximum slope angle of 1V:4H to a maximum height of 1.0m. All cut slopes greater than 1.0m in height are to be engineer assessed by a chartered professional engineer experienced in geotechnical engineering.

Site specific geotechnical investigations are to be carried out for new structures by a chartered professional engineer experienced in geotechnical engineering.

The TIF does not meet comply with the District Plan.

The site distance to the south of the access for proposed Lots 5, 6, 7 and 8 does not meet the minimum requirement of 170m for a 100km/hr speed environment.

The existing entrances are to be upgraded to comply with FNDC Engineering Standards Drawing S6 and S21.

Traversable (mountable) grates are to be installed on culvert inlet and outlets along Wiamate North Road.

Internal accessways are to comply with Section 15.1.6.2.1 and Appendix 3B of the District Plan.

A site specific assessment of the flood risk is undertaken by a chartered professional engineer experienced in floodplain engineering where structures or fill are to be placed south of Waipapa Stream or within 15m of the streams, open drains, and wetlands shown on Vision Consulting Engineers & Planners drawing titled "PROPOSED LOTS 5-12, SUDIVISION OF LOT 5 DP 54026, RMH TRUSTEE LTD, WASTEWATER FEASIBILITY PLAN", dated 1/10/2019, project reference J14091, or within Lots 9, 10, and 12.

Stormwater culverts and secondary flow paths are required to form access ways where they cross the existing waterways. The detailed design of the culverts be carried out by a chartered professional engineer.

Specific on-site wastewater designs to be undertaken by chartered professional engineer at the time of a Building Consent.

Water supply will be from water collected from building roofs and stored in water tanks. The provision of water storage for fire fighting purposes be assessed by council at the time of a new building consent on each site.


15 Conclusions

Provided the recommendations given in this report are adhered to, the subject site is considered to be suitable for the proposed subdivision depicted on the attached Williams & Kings proposed Subdivision Plan.

References

Edbrooke, S. W., Brook, F. J., (2009) Geology of the Whangarei Area, Institute of Geological and Nuclear Sciences 1:250 000 Geological Map 2, 62p +1 map sheet.

Harmsworth, G. R., (1996) Land Use Capability classification of the Northland Region. A report to accompany the second edition (1:50 000) New Zealand Land Resource Inventory worksheets. Landcare Research Science Series 9. Lincoln, Manaaki Whenua Press. 269p.


Appendix A Williams & King Proposed

Subdivision Plan


Appendix B VISION Wastewater Feasibility Plan


Appendix C VISION Field Logs

Borehole Location: See Wastewater Plan Drilled by: CRLogged by: CR

Hole started:

Hole completed:

Dep

th (

m)

Gra

ph

ic

Mo

istu

re

0.00 VM Clayey SILT; light greyish brown; abundant rootlets, low to medium plasticity TOPSOIL0.050.10 M Silty CLAY; light grey with orange brown banding, high plasticity MANGAKAHIA COMPLEX0.15 NORTHLAND ALLOCTHON0.20 becoming orange brown with light grey banding0.250.300.350.40 light grey lenses becoming more frequent0.450.50 lenses of white silt0.550.60 D-M Clayey SILT; light grey to white, trace orange, low to medium plasticity0.650.700.750.80 trace fine sand0.850.900.951.00 lenses of fine sand and very fine gravel, white to light grey1.051.101.15 D-M Sandy SILT; white to light grey, trace fine angular gravel1.20 End of borehole at 1.2 metres1.25 Target depth achieved1.30 Groundwater not encountered1.351.401.451.501.551.601.651.701.751.801.851.901.952.002.052.102.152.202.252.302.352.402.452.502.552.602.652.702.752.802.852.902.95

BOREHOLE LOG BH1

Client: Rodd Hodgson Project: Site Suitability Project No.: 14091

Geology & other notesSoil Description

Project Location: 490 Waimate

North Road, Kerikeri

02/09/2019Drill method: 50mm handauger

02/09/2019

14091 20190911 GeoLogs.xlsx


Hole started:

Hole completed:

Dep

th (

m)

Gra

ph

ic

Mo

istu

re

0.00 M Clayey SILT; dark brown, with rootlets, trace fine sand, low to medium plasticity TOPSOIL0.050.10 M Silty CLAY; orange brown with brown banding, high plasticity MANGAKAHIA COMPLEX0.15 NORTHLAND ALLOCTHON0.200.250.30 trace rootlets0.350.400.450.50 orange brown with light grey to brown banding0.550.600.650.700.750.80 trace black, trace bright orange0.850.900.951.00 trace white, trace fine sand1.051.101.15 becoming light grey to white, trace orange, trace rootlets1.20 End of borehole at 1.2 metres1.25 Target depth achieved1.30 Groundwater not encountered1.351.401.451.501.551.601.651.701.751.801.851.901.952.002.052.102.152.202.252.302.352.402.452.502.552.602.652.702.752.802.852.902.95

BOREHOLE LOG BH2





02/09/2019

Soil Description Geology & other notes



Hole started:

Hole completed:

Dep

th (

m)

Gra

ph

ic

Mo

istu

re

0.00 M Clayey SILT; dark brown, abundant rootlets, low to medium plasticity TOPSOIL0.050.10 M Silty CLAY; light grey with brown and orange banding, high plasticity MANGAKAHIA COMPLEX0.15 NORTHLAND ALLOCTHON0.200.250.30 becoming orange brown, with grey and brown banding, trace rootlets0.350.400.450.50 trace white, trace rootlets0.550.600.650.700.750.80 becoming light grey with orange banding0.850.900.951.00 trace brown banding, abundant orange banding1.051.101.15 trace brown, trace black1.20 End of borehole at 1.2 metres1.25 Target depth achieved1.30 Groundwater not encountered1.351.401.451.501.551.601.651.701.751.801.851.901.952.002.052.102.152.202.252.302.352.402.452.502.552.602.652.702.752.802.852.902.95

BOREHOLE LOG BH3





02/09/2019




Hole started:

Hole completed:

Dep

th (

m)

Gra

ph

ic

Mo

istu

re

0.00 M Clayey SILT; dark brown, with rootlets, trace fine angular gravel, low to medium plasticity TOPSOIL0.050.100.150.20 M Sandy SILT; brown, trace reddish brown to orange brown, trace fine angular gravel KERIKERI VOLCANIC GROUP0.250.30 becoming light brown, trace coarse to fine angular gravel, trace orange0.350.400.450.50 becoming orange brown0.550.60 M Silty SAND with fine angular gravel; orange brown, trace light grey, fine to medium grained0.650.700.750.80 M Sandy SILT with fine to medium angular gravel; orange brown, trace light grey and black, fine to medium 0.85 grained0.900.951.00 trace light grey and black1.051.101.15 reddish to orange brown1.20 End of borehole at 1.2 metres1.25 Target depth achieved1.30 Groundwater not encountered1.351.401.451.501.551.601.651.701.751.801.851.901.952.002.052.102.152.202.252.302.352.402.452.502.552.602.652.702.752.802.852.902.95

BOREHOLE LOG BH4





02/09/2019




Hole started:

Hole completed:

Dep

th (

m)

Gra

ph

ic

Mo

istu

re

0.00 M Clayey SILT; brown, abundant rootlets, low to medium plasticity TOPSOIL0.050.100.150.20 M Clayey SILT; brown to orange brown, trace fine angular gravel, trace fine sand, trace orange, low to medium KERIKERI VOLCANIC GROUP0.25 plasticity0.300.350.40 increasing gravel content, trace light grey, trace black 0.450.50 M Silty SAND; orange brown, fine to coarse grained with fine angular gravel0.550.600.650.70 trace orange, black and light grey, with fine to medium angular gravel0.750.800.850.900.951.00 trace black1.051.101.15 trace reddish brown1.20 End of borehole at 1.2 metres1.25 Target depth achieved1.30 Groundwater not encountered1.351.401.451.501.551.601.651.701.751.801.851.901.952.002.052.102.152.202.252.302.352.402.452.502.552.602.652.702.752.802.852.902.95

BOREHOLE LOG BH5





02/09/2019



9.0 appendices

Documents